Grading & Drainage WEST VALLEY SANITATION DISTRICT. SEWER PERMIT NUMBE NUMBERioN d� q
D
SANTA CLARA COUNTY
100 E.Sunnyoaks Ave„Campbell,CA 95008 Issue Date gyr
(408) 378-2407
LOCATION. FEES: BUILDING SEWER CONNECTION:
A.P.N. f'`' ''1 """�°t `'' Acreage $, Feet of Property
Sewer Location: Bk. Pg:'^' Frontage line feet from Main Sewer
Tract Lot Service Advance Bf , ,91 5 and feet deep.
Proj. Assmt. Processing " O Connection to Main Sewer
Address/Zk& k6<i1R-,A V-7 Other: Feet upstream from M.H.
Capacity `t Using ¢
Jurisdiction at%¢�a.rr :.L(' lri .. 1 °f�" z-;-50,00
BACKFLOW PROTECTION:
BUILDING TYPE: t' Field Check Required
Single Family TOTAL Call District for foundation survey
Condominium/Town Houses Disposition;
Multiple Dwelling GO Zone IRLISJ Device Required; Yes No
Number of Units Type: OiC ()d 1(-X-
Commercial INSTRUCTIONS:
Industrial o Street encroachment permit required fromr�af? �
Other �"Information)k)(t " � o
Permit invalid if not connected within 12 months of issue.
• Do not connect until main sewer is accepted by District.
Change in Status: o Obtain a building or plumbing permit from the jurisdiction listed above.-
WHITE-PERMIT / PINK-DISTRICT / YELLOW-.JURISDICTION BUILDING 1NSPECTOR'.S COPY / CARD-DISTRICT COPY
SEWER CONNECTION 3
WEST VALLEY SANITATION DISTRICT. PERMIT NUMBER y ' w
SANTA CLARA COUNTY
100 E.Sunnyoaks Ave.,Campbell,CA 95008 Issue Date By
(408) 378-24.07
LOCATION.
L'" FEES:." BUILDING SEWER CONNECTION:
A.P.N. v " "
Acreage $ Feet, of Property
Sewer Location: Bk._ _Pg. frontage Fine feet from Main Sewer
Tract Lot Service Advance' and feet deep.
Proj: Assmt:
'Processing , Connection to Main Sewer '
Address:If � � ' u..e Other: Feet upstream from M.H.
Capacity
t.x r � -z;,_ . Using
Jurisdiction r" "/ BACKFLOW PROTECTION:
BUILDING TYPE: r'y Field Check Required
Single Family TOTAL Call District for foundation survey
minium/Town Houses position;
Condo Disposition;
Number
Dwelling. GO Zone R`L SJ` Device Required; Yes w No
'Multiple
er of Units Type:
Commercial INSTRUCTIONS:
Industrial o Street encroachment permit required from "
Other Information: . er aSr'jyd '.. o Permit invalid if not connected within 12 months of issue.
o Do not connect until main sewer is accepted by District.
Change in Status: o Obtain a building or,plumbing permit from the jurisdiction listed above.
WHITE PERMIT / PINK-DISTRICT. / YELLOW-JURISDICTION BUILDING INSPECTOR'S COPY / CARD DISTRICT COPY
WEST VALLEY SANITATION DISTRICT SERVING RESIDENTS OF
OF SANTA CLARA COUNTY CITY OF CAMPBELL
TOWN OF LOS GATOS
CITY OF MONTE SERENO
CITY OF SARATOGA
UNINCORPORATED AREA
May 20, 2005
Emily Chan
21009 Seven Springs Parkway
Cupertino, CA 95014
RE: Proposed 3-Lot Subdivision
1786 Regina Way, Campbell
APN 403-12-103
Dear Ms. Chan:
The district's condition for the issuance of the"Non-Interference"letter requires the developer to pay the
following fees:
Plan check fee $ 250.00
Inspection fee(3 lots) $ 765.00
Capacity fee(3 lots) $4,219.91
Sewer service charges(3 lots) $ 577.50
TOTAL $5,812.41
Please contact Henry Yau or Mel Hoff at(408)378-2407 to schedule an appointment for the issuance of
the sewer connection permits. The district will issue the"Non-Interference" letter thereafter.
Very truly ours,
4
Jo than K. Lee
Senior Civil Engineer
cc: Mel Hoff, WVSD
Henry Yau, WVSD
100 East Sunnyoaks Avenue, Campbell, California 95008-6608 Tel:(408) 378-2407 Fax: (408) 364-1821
RECEIVED
APR 2 2005
PUBLIO WORKS
ADMINISTRAMON
SOIL AND FOUNDATION INVESTIGATION
PROPOSED FE NT RESIDENCES BUILDING
1r7,8
Campbell, California
Report, prepared for
Ms. Emily Chen
21009 Seven Spring Parkway
Cupertino, California 95014
Job No. 01039-Sl
FRANK LEE & ASSOCIATES
FRANK LEE & ASSOCIATES
i
i
GEOTECHNICAL CONSULTANTS
10 KOOTENAI COURT, FREMONT, CA 94539
(510) 657-7792
i
February 12 , 2001
Job No: 01039-S1
Ms. Emily Chen
21009 Seven Spring Parkway
Cupertino, California 95014
SUBJECT: SOIL AND FOUNDATION INVESTIGATION
Proposed Five Units Residences Building
1786 Regina Way
Campbell, California
i Dear Ms. Emily Chen:
We have enclosed with this letter three copies of our Soil and
Foundation Investigation of the subject property located at 1786
Regina Way, in Campbell, California. This study was completed in
accordance with your authorization. The accompanying report
presents our opinion that the site is suited for the proposed
construction provided the recommendations contained therein are
incorporated into the development plans, specifications, and
construction. This report should not be , interpreted to be a
geologic investigation of the site.
Please do not hesitate to call us if you have any questions or if
we can be of any other service. Thank You.
Very truly yours,
,r
Frank Lee & Associates
lyt
C W5
Fr Lee C' \ J - ?V
Professional Engineer 34975C"1 1 y�
�Y
Copies: Addressee (3)
FRANK LEE & ASSOCIATES
Job No: 01039-Sl
TABLE OF CONTENTS.
i
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SITEDESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
FIELD INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
SITE SOIL CONDITIONS . . . . . . . . . . . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
I '
GROUNDWATER . . . . . . . .'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
LIQUEFACTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
SEISMICITY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
I
LABORATORY INVESTIGATION . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
CONCLUSIONS AND RECOMMENDATIONS 5
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Grading . . . . . . . . . . . . . . . . . . . . . ... . .. . . . . . . . . . . . . . . . . . 5.
Subgrade Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Cut and Fill Slopes 8
Treatment After Completion of Grading 9
FoundationRecommendations . .'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Resistance to Lateral Forces . . . . . . . . . . . . . . . . . . 11
Slab-on-Grade Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Future Modifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
FutureOccupants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
INVESTIGATION LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . . . . . . 14
ATTACHMENTS:
Plate 1: Site Vicinity Map
Plate 2 : Generalized Site Plan
Table A: Laboratory test Results Summary
Table B: Summary of Atterberg Limits
Appendix A: Boring Logs and Key to Boring Logs
FRANK LEE & ASSOCIATES
Job No: 01039-S1
SOIL AND FOUNDATION INVESTIGATION
1786 Regina Way
Campbell, California
INTRODUCTION
This report presents our findings,_ conclusions, and recommendations
regrading our soil and foundation Investigation for the subject
site located at 1786 Regina Way, in Campbell, California. The
scope of our work included a surface site reconnaissance; the
drilling, inspection and logging of 4 exploratory borings to
investigate subsurface soil conditions; recovery of selected soil
samples from the borings for laboratory testing; soil engineering
analysis of the data gathered during the investigation; and
preparation of this report, including a summary of our findings,
conclusions, and recommendations. The data obtained and the
analyses performed were for the purpose of investigating the
strength characteristics of the soils at the site as a basis for
making site grading and foundation design recommendations.
SITE DESCRIPTION
The project site consists of a approximate rectangular-shaped
parcel of approximately 65, 500 square feet, located on south side
of Regina Way, in Campbell, California as shown on the Site
Vicinity Map. The site is presently occupied an three one story
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Job No: 01039-51
residences and surround by residential buildings. The slope on the
project site is generally flat and drainage at the site is mainly
by sheet flow to the north of, street.
PROPOSED DEVELOPMENT
1
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It is our understanding that ,you.'intend to construct a five units
residential buildings on the subject site. We also understand that I
the proposed development will involve some cut and fill grading
l
operations.
I
FIELD INVESTIGATION
A soil exploration field investigation was performed at the site on
December 5; 2000 under the direction of the Soil Engineer. The
investigation consisted of a surface site reconnaissance, and the
drilling, sampling and logging of four exploratory test borings to
a maximum depth of 1671/2 feet at the approximate locations shown
on the Generalized Site Planl. A truck drill rig equipped with
continuous-flight augers were used to drill the test borings.
Relatively undisturbed soil samples were taken at selected depths
from the borings with a California modified soil sampler using 2-
1/2-inch outside-diameter brass liners. The samples were sealed in
the field and returned`to the ',laboratory. Upon completion of our
investigation at the site, the, borings were. backfilled with cement. .
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Job No: 01039-Sl
SITE SOIL CONDITIONS
Surface soil at the site consite .of brown sandy clay with gravel
that was generally moist, stiff and of low moderate plasticity.
This sandy clay extended to about 5 to 10 feet, the brown dense
silty sand with gravel was encountered and extended to bottom ,of
boring 2 , 3 and 4 . On boring 1 at 18 feet the brown silty clay was
countered. This silty clay, was moist, stiff and of moderate
plasticity and extended to the bottom boring 1. The materials
I
encountered in the borings are described in detail on the boring
logs in Appendix A.
GROUND WATER
Ground water was not encountered in boring �2 , 3 and 4 and
i
encountered in boring 1 at! 32 feet. However, ground water
i
conditions generally fluctuate seasonally and annually, but they
I
are not expected to approach the ground surface close enough to be
a concern for foundation design or performance of the building.
LIQUEFACTION
Liquefaction by definition is the transformation of granular
material (unconfined, clean, loose saturated fine sand) from a
semi-solid state to a semi-liquid state. This transformation
usually occurs under vibratory conditions such as those usually
occurs under. vibratory conditions such as those generated by an
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Job No: 01039-Sl
earthquake. Because of the cohesive strength and thickness of the
surficial silty clay and silty sand with gravel and the depth to
confined ground water encountered in our borings, and did not find
the loose fine sand at the site, therefore the potential for
liquefaction at the site is thought to be low.
SEISMICITY
As with most of the San Francisco Bay Area, the proposed site is
within a region of high seismic activity dominated by continued
movement on the San Andreas fault. Our review of geologic maps
indicates that the site is located approximately 0 . 3 miles
northeast of the Monte Vista Fault and 4 . 8 miles northeast of the
San Andras Fault. The site is not located within a State of
California Special Studies Zone. Such zones were delineated by the
State Geologist along active earthquake faults. This investigation,
however, did not involve evaluation of conditions or potential
hazards relative to fault location, activity or seismic capability,
or other geologic hazards.
LABORATORY INVESTIGATION
A laboratory testing program was performed to investigate the
physical and engineering properties of the soil at the site. A
majority of the relatively undisturbed soil sample were tested to
determine their moisture content and dry densities. One direct
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Job No: 01039-S1
shear test and two unconfined test were performed on selected soil
samples and one "plasticity index test on near surface sample. The
results of the laboratory testing are presented in Table .A and B.
CONCLUSIONS AND RECOMMENDATIONS
General
1. The project site is suitable for the proposed development
provided the recommendation's set forth in this report are
incorporated into the design considerations, project plans and
specifications. The existing site organic-free soils are suitable
to be used for engineering fill.
i
2 . The potential for expansive soils at the site is considered to
be low to moderate.
Grading
3 . The placement of fill and.,control of grading operations at the
site shall be done in accordance with the recommendations of the
report.
4 . FRANK LEE & ASSOCIATES Must perform the necessary inspection
services during construction of this project' to ensure uniformity
with the conditions upon which these recommendations are based.
FRANK LEE & ASSOCIATES shall be notified at least 2 (two) days
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Job No: 01039-S1
before any grading begins at the site to coordinate work in the
field with the contractor.
f
5. Any existing structures shall be removed prior to any grading
operations. This includes ' such things as concrete blocks,
foundations, asphalt, utilities, pipelines, and tanks. These
I
objects shall be accurately located on the grading plans to assist
the Field Engineer in establishing proper control over their
i
i removal or relocation.
6. All organic surface material and debris, including grass, weeds
or trees, shall be stripped minimum of six inch prior to any
grading operations from all areas that are to receive engineered
fill ( the exact depth of required stripping shall be determined in
the field) . These organically-contaminated soil may be stockpiled
for later use as landscaping , material. After stripping of the
organic surface material, the 'native soil must be scarified a
minimum of 12 inches and recompacted to a, minimum of 90 percent
relative compaction.
7 . Depressions left by the removal of any surface or subsurface
i
structures shall be cleaned of all debris, and backfilled with
compacted engineered fill. The material shall be placed in lifts
not exceeding 8 inches in uncompacted thickness, and compacted to
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Job No: 01039-Sl
a minimum degree of compaction of 90 percent as determined by ASTM
D1557-78 . The upper 6 inches of subgrade soils beneath pavements
shall be compacted to a minimum of 95 percent. This operation must
be conducted under the observation of FRANK LEE & ASSOCIATES.
8 . After removing all the surface and subsurface structures, and
after stripping off the organically-contaminated surficial soil,
the areas that will receive fill shall be ripped by machine to an
average depth of at least 8 inches and thoroughly stripped of
roots, vegetation, and other deleterious materials.
9 . Following the structure removal, the stripping operations, and
the ripping procedures, the native soil, wherever engineered fill
will be placed, shall be properly compacted. Any lose fill
material or wet. soil present on the site in areas that will or
may affect the proposed structures shall be over-excavated (as
determined by the field engineer) and recompacted before placement
of engineers fill.
Subgrade Preparation
10 . The building pad should be compacted to not less than 90
percent relative compaction in accordance with the ASTM D1557-78 .
All engineered fill, whether native or imported soil , shall be
placed in uniform horizontal lifts of not more than 8 inches in
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Job No: 01039-S1
uncompacted thickness and shall be compacted to not less than 90
percent relative compaction. ; Before compaction begins, the soil
shall be brought to approximate optimum moisture content that will
permit proper compaction by either aerating the material if it is
too wet, or spraying the material with water if it is too dry.
I
Each lift shall be thoroughly mixed before compaction to assure a
uniform distribution of water content. When the fill material
includes rocks, nesting of rocks shall not be permitted, and all
voids must be carefully filled and properly compacted. No rocks
larger than .4 inches in diameter shall be used for the top two feet
of fill.
11. Imported soil materials shall be a soil or soil-rock mixture
which is free from organic matter or other deleterious substances
and have a plasticity index less than 12 . The fill material shall
not contain rocks or clumps of soil greater than 6 inches in
dimension, and not more than 15 percent larger than 2-1/2 inches in
greatest dimension. All borrow materials must be approved by FRANK
LEE & ASSOCIATES before being brought to the site.
Cut and Fi11' Slopes'
12 . . The amount of cut or fill that can be done safely on this site
depends on the steepness of the slopes and proper control of
drainage on and adjacent to them.
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Job No: 01039-S1
13 . Unretained cut slopes should not exceed 2 : 1 in soil. All cut
' slopes should be inspected by FRANK LEE & ASSOCIATES prior to
completion of grading at the site.
14 . Fill slopes should not exceed 2 : 1. Fill slopes should be
properly keyed into natural slopes steeper than 6: 1 with a 10-foot
p Y Y
wide base key that has a 2 percent gradient downward into the
slope. Bounding of the upper few feet of the slopes is recommended
to reduce sloughing.
15 . Flow of water on these slopes should not be permitted. Berms
should be constructed along the crests of the new slopes to prevent
uncontrolled surface drainage. The surfaces of the slopes should
be compacted to provide surfaces free of loose material, and should
be planted as soon as possible after completion of grading
operations.
Treatment After Completion of Grading
16 . After grading is completed and the Field Engineer has finished
his observation or the grading work, no further excavation or
filling shall be done except with the approval of and under the
observation of the Field Engineer.
17 . It shall be the responsibility of the Grading Contractor to
prevent erosion of freshly graded areas during construction and
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Job No: 01039-Sl
until such time as permanent drainage and erosion control .measures
have been installed:
18 . Underground utility trenches shall be backfilled with
compacted engineered fill. If onsite soil is utilized, .the
material shall be placed in lifts not exceeding 8 inches in
uncompacted thickness and compacted to a minimum of 90 percent
relative compaction by mechanical means only.
Foundation Recommendations
19 . The proposed two-story building structures should be supported
by a continuous perimeter footing a minimum of 18 inches in depth
below the lowest grade and 15 inches in width with interior
footings. The--- spacing of the footings will depend upon the
structural loads transmitted to them. The foundation may be
designed for an .allowable bearing pressure of 2 , 000 psf for dead
plus live loads. This values is for dead plus live loads, and may .
be increased by 1/3 to include short-term seismic and wind effects.
The footing shall be reinforced with a minimum of two #4 bars, one
near the top and one near the bottom of the footing.
20 . FRANK LEE & ASSOCIATES shall inspect all the excavations for
the foundation prior to the pouring of the concrete.
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21 . We do not anticipate appreciable settlement; however, slight
settlement shall be considered in the design of the foundation. We
estimate the total settlement of the foundation should not exceed
1 inch.
Resistance to Lateral Forces
22 . Spread footing foundations resist lateral earthquake forces
through a combination of friction and passive earth pressure. For
design purposes, it is recommended that a coefficient of 'friction
of 0. 3 be assumed between the base of the footing and the
underlying soil. In addition, a passive equivalent fluid pressure
of 250 pcf can be assumed to act against the embedded portion of
the footing. These design parameters assume that the footings will
bear on and against native soil or compacted imported materials.
i
Slab-on-Grade Construction
23 . Where slabs-on-grade are to be constructed, we recommend that
the slabs be supported on a minimum of 12 inches of compacted, non-
expansive structural fill. Preparation of the natural subgrade
soil and placement of the structural fill materials shall be
performed in accordance with the preceding recommendations under
"Grading" . Prior to final construction of the slabs, the subgrade
surface shall be compacted to provide a smooth, firm surface for
slab support. Slab subgrades should not be allowed to dry and all
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surface shrinkage cracks should be sealed by soaking prior to slab
construction. Slab reinforcing shall be provided in accordance
with the anticipated use and loading of the slab, as designed by
the Structural Engineer: If the slabs are to be subjected to heavy
loading, a subgrade modulus for the on site soil and fill materials
of 150 pounds per cubic inch (pci) is considered applicable for
design.
24 . In areas where floor dampness is undesirable, a moisture
barrier should be used. One generally effective system for use in
I '
areas not subject to heavy vehicle loading is to install a
capillary break consisting of 4 inches of free-draining pea gravel
beneath the slab. In order to -minimize vapor transmission, an
impermeable membrane should be placed over the gravel. The
membrane should be covered with a 2-inch layer of sand to aid in
I
curing the concrete and to protect the membrane during
construction. The sand should be slightly moistened just prior to
concrete pouring. The combined thickness of gravel, membrane and
i sand may be considered as the upper 6, inches of the previously
recommended non-expansive fill beneath the slab.
Drainage
25. It is extremely important the strong measures be taken to
control and conduct all surface and subsurface waters away from the
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site so that they do not adversely affect the foundations of the
structures, and that all drainage facilities be diligently
i
maintained.
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26. Roof drainage downspouts shall be discharged into controlled
drainage facilities to keep the water away from the foundation.
Hose outlet and watering systems should be arranged in such a way
as to prevent excessive moisture from reaching foundation areas,
and to safely dispose of the water into an area equipped with
suitable energy-dissipating devices, to prevent adverse ,erosion.
27 . The final pad grades shall ',result in a positive gradient away
from the foundation in order to provide rapid removal of storm
I _
water and to prevent ponding of water adjacent to the foundation or
slabs-on-grade. Six inches of soil may be backfilled against the
exteriors of the foundation and graded so that it will assist in
the removal of the water.
Future Modification ,
28 . Future modifications of the site should be carefully planned
with professional consultation. This is especially true for any
construction activity involving water such as swimming pools or
landscape irrigation systems.
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Job No: 01039-Sl
Future Occupants
29 . The recommendations set' forth in this report should be
presented to all .future occupants of the site to ensure their
understanding of how they can best maintain the integrity and value
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i of the property.
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Investigation Limitations
1. This report has been prepared in accordance with generally
I
accepted Soil Engineering practices. The conclusions and
recommendations contained in this report have resulted from Soil
Engineering analyses based upon the Soil engineer' s interpretations
of the surface and subsurface soil conditions observed ,in our test
borings at the site; and that the soil conditions at the site do
I
not deviate from those observed. No warranty, expressed or
implied, is made. If any unusual soil or geologic conditions are
encountered during construction, or if the proposed construction
will be other than that for the two-story residential structures,
FRANK LEE & ASSOCIATES shall be notified for the supplemental
recommendations. This investigation shall not be interpreted as a
geologic report of the site.
2 . This report is issued with -the understanding that it is the
responsibility of the owner or owner's representative to ensure
that the contents of this report, are called to the attention of
1'4 '
Job No: 01039-Sl
Architects and Engineers for the project, and that these
recommendations are incorporated into the project plans,
specifications, and construction.
3.. The findings of this report are valid as of the present time;
however, the passing of time will change the conditions of the
I existing property due to natural proces'ses' or the works of man.
In addition, legislation or the broadening of knowledge may require
other recommendations. Accordingly, the findings of this report
may be invalidated, wholly or partly, by changes beyond our
control. Therefore, this report should not be relied upon after a
period of three years without being reviewed by a Soil Engineer.
' Very truly your,
FRANK LEE & ASSOCIATES
Fr�c Lee
Professional Engineer CE34975
15
JOB NO : 01039--S1
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CAMIBELL, CALIFORNIA
FRANK LEE & ASSOCIATES PL AT F
JOB NO : 01039--S1
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GENERALIZED SITE PALN
1786 REGINA WAY
CAMPBELL, CALIFORNIA
FRANK LEE & ASSOCIATES PLATE 2
Job No: 01039-S1
TABLE A
LABORATORY TEST RESULTS SUMMARY:
MOISTURE, DENSITY, UNCONFINED COMPRESSION, DIRECT SHEAR TEST
Sample Depth In-Place Conditions Unconfined Direct Shear Testing
No. ft. Moisture Dry Compressive Angle of Unit
p.c.f. k.s.f. Internal Cohesion
i
Friction
Dry Wt. decrees Psf
B-1-1 2.0-2.5 19.9 100.7 29.8 325
B-1-2 6.0-6.5 5.3 114.6
B-1-3 11.0-11.5 8.3 128.8
B-1-4 16.0-16.5 7.6 128.2
B-1-5 21.0-21.5 15.8 116.9
I B-1-6 26.0-26.5 17.3 112.7
B-1-7 36.0-36.5 19.0 108.0
B-2-1 2.0-2.5 10.6 103.9
B-2-2 6.0-6.5 6.7 110.6
B-2-3 11.0-11.5 9.6 118.7
B-2-4 16.0-16.5 6.8 120.6
B-3-1 2.0-2.5 7.0 117.6 4.609
B-3-2 6.0-6.5 4.0 109.8
B-3-3 11.0-11.5 7.5 105.9
B-3-4 16.0-16.5 5.6 127.2 9.678
B-4-1 2.0-2.5 9.3 125.2
B-4-2 6.0-6.5 10.9 117.8
B-4-3 11.0-11.5 10.2 123.9
B-4-4 16.0-16.5 5.0 100.9
FRANK LEE & ASSOCIATES
'I'ACIlhii•:NT A
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JOB NO: 01039--S1
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0 10 20 30 10 SO 60 70 80 90 100
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l.i(IUTD WTASTICITY USC
I.fh11'l', 7• INDe.X, SYMBOL
B--3--1 1 1 'z '30 . 8 1*0'. 2 cL
i
i
AWL
BORING LOG -
JOB NO: 01039--S1 DATE DRILLED12,�5J2000
;
JOB NAME:1786 REGINA WAY , CAMPBELL CA SURFACE ELEV:
EQUIPMENT: DRILLING TRUCK DATUM:
SAMPLE TYPE DRIVE WEIGHT—LB HEIGHT OF . FALL—IN
MC 1,10 30
Sample 3
No a, a " o Description
a
MC B--1--1 28 19 . 9 100 . 2 BROWN SANDY CLAY V?TTH GRAVET,
MOIST STIFF LOW TO MODERATE
4 CL PLASTICITY
MC B--1--2 37 5 . 3 114 - 0 6 BROWN SILTY SAND WITH FRAVEL
MOIST DENSE
8
10 SDI
MC B--1--3 58 8 . 3 28 . 8'
12
I
4
HC B--1- 1 50-- 7 . 6 128 . 2 16
1„
1B
BROWN SILTY CLAY MOIST STIFF
20 CI, MODERATE PLASTICT.TY
e
FRANK LH & ASSOCIATES
BORING LOG B--1--2
JOB NO: O1039--S1 DATE DRILLED: 12f 5/2000 1
JOB NAME:1786 REGINA WAY, CklIPBELL CE SURFACE ELEV:
I
EQUIPMENT: DRILLING T G DATUM:
SAMPLE TYPE DRIVE WEIGHT-LB HEIGHT OF . FALL-IN
MC
140 .30
�v�'- �►s L� Sti I
Sallople o �,� •s Description
� a �$
i
TIC B--1-- 70 15 . 8 116 . 9 CL BROWN SILTY CLAY MOIST STIFF
2 MODERATE PALSTICITY
I �
I
4
i
' 6
MC B--1--6 56 1.7 . 3 112 . 7
8
12_ -�
GROUND WATER ENCOUNTERED AT 32
14 FEET
BROWN SIL TY C]'AY PIOTST STIFF
TIC B--1-- 34 19 .0 108 . 16 MODERATEPLASTICITY
18 BORING TERMINATED AT 36'- FEET
FRANK LIE & ASSOCIATES
BORING LOG B--2
JOB N0:01039--5 ! DATE . DRILLED: 12,/,),/gnnn
JOB NAME:1786 REGI14A WAY, CAMPBELL, CA SURFACE ELEV:
EQUIPMENT: DRILLING TRUCK DATUM:
SAMPLE TYPE DRIVE WEIGHT—LB HEIGHT OF FALL—IN
MC 1,10 30
1
;Sample � §.s _. s� �. .o
`v Description
No, a a
iC --2--1 36 10 . 6 103 .9 2 CL BROWN SANDY CLAY WITH GRAVEL
4OIST STIFF LOW TO MODERATE
i 4 PLASTICITY `
I
i
TIC B--2--2 311 5 . 7 110 . 6
g
10 Si,S
TIC B--2--3 49 9 . 6 118 . 7 12BROWN SILTY SAND WITH GRAITLE
4OI.ST DENSE
14
16 i
TIC B- 2- 1 72 6 , 8 120 . 6
18 BORING TERMINATED AT 16z FEET
NO GROUND WATER ENCOUNTERED
20
FRANK LEE & ASSOCIATES
- BORING LOG B--3
JOB NO: 01039--SI DATE DRILLED; 12;5/2000
JOB NAME:1786 REGINA WAY, CAMPBELL CA SURFACE ELEV:
EQUIPMENT: DRILLING TRUCK DATUM:
SAMPLE TYPE DRIVE WEIGHT-LB HEIGHT OF . FALL-IN
MC 140 30
i
Sample N'4 Description
No.i
I
i
P1C B--3--1 11 7 .0 104 . 2 CL BROWN SANDY CLAY WITH GRAVEL
MOIST STIFF LOW TO MODERATE
PLASTICITY
4
6
MC B--3--2 50-- =1 .0 107 . SM BROWN SILTY SAND WITH GRAVEL
6" DAMP DENSE
8
10
HC H-=3--3 50--' 7. 5 05 -9
6" 12
14
16
MC B--3--,1 50-- 5 . 6 27 . 2
18 BORING TERMINATED AT 1 6 i FEET
5" NO GROUND WATER ENCOUNTERED
20
FRANK LEE & ASSOCIATES
i
BORING LOG
01039--S1 12/5/20OO
JOB NO: DATE . DRILLED:
JOB NAME; 1786 REGINA WAY, CAMPBELL, CA SURFACE ELEV:
EQUIPMENT: DRILLING TRUCK DATUM:
' SAMPLE TYPE DRIVE WEIGHT—LB HEIGHT OF . FALL—IN
MC 30
i
Sample o § ,�u ,vy Description7
'� a v a
TIC B- 14 1 66 9 . 3 125 . 2 2 CL BROWN SANDY CLAY WITH GRAVEL
MOIST STIFF LOW TO MODERATE
PLASTICITY
4
I
� 6
TIC B-- 1--2 62 10 . 9 117 . 8
8
10
TIC B43 50-- 10 . 2 123 BROWN SILTY SAND WITH GRAVEL
6" 12 SN/ MOIST DENSE
STI
14
TIC B-- 1- 50- 5 .0 100 .9 16
6" ..
18 BORING TERMINATED AT 16 FEEY
NO GROUND WATER ENCOUNTERED
20
FRANK LEE & ASSOCIATES
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